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研究生： 鄭偉強
John - Thedy
論文名稱： 高性能鋼材應用於橋梁結構之效益評估
Investigation of High Performance Steel for Bridge Superstructure Applications
指導教授： 廖國偉
Kuo-Wei, Liao
口試委員: 陳正誠
Cheng-Cheng Chen
邱建國
Chien-Kuo Chiu
宋裕祺
Yu-Chi Sung
學位類別： 碩士
Master
系所名稱： 工程學院 - 營建工程系
Department of Civil and Construction Engineering
論文出版年： 2016
畢業學年度： 104
語文別： 英文
論文頁數： 194
中文關鍵詞： HighPerformanceSteel 、Igirder 、Tubgirder 、Bridgedesign 、constructioncost 、AASHTOLRFD
外文關鍵詞： High Performance Steel, I girder, Tub girder, Bridge design, construction cost, AASHTO LRFD
相關次數： 點閱：176  下載：5 
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    • High Performance Steel (HPS) is recently introduced by China Steel termed as SBHS500 in Taiwan. Unfortunately, the yield strength of SBHS500 is 500 MPa that is barely greater than the threshold value of 485 MPa and categorized as a noncompact section based on AASHTO LRFD 2012. A noncompact section can only develop its nominal moment strength up to yield stress which may reduce the benefit of using high performance steel. Because there is no further information describing the aforementioned concern, one of the goals in this study is aimed to investigate the economic benefit using SBHS500. Based on literatures, hybrid section configuration for the bridge superstructure is proved to give the best advantage in construction cost. Thus, hybrid section using traditional and high performance steel is configured to investigate its construction cost compared to a section using traditional material alone. In addition to yield strength of 500 MPa, material with higher yield strength is investigated as well to examine if higher yield strength could provide further advantage in weight reduction.
    The analysis results show that the use of SBHS500 could effectively reduce the construction cost for both cases of I girder and Tub girder. In addition, using higher yield strength material does not guarantee to reduce the structural weight. It was found that fatigue and deflection are often the factors controlling the girder design. The optimal girder configuration using HPS is also discussed in this research.

    Abstract IV Table of Contents VI List of Table X List of Figure XII Appendix A XVII Appendix B XXVIII Notation XXX Chapter 1 Introduction 1 1.1 Background 1 1.2 Motivation of Research 3 1.3 Objectives and Scopes 4 1.4 Outline 4 Chapter 2 Literature Review 6 2.1 Properties of High Performance Steel 6 2.1.1 Strength 8 2.1.2 Weldability 9 2.1.3 Fracture Toughness 10 2.1.4 Ductility of Steel 11 2.1.5 Fatigue Resistance 11 2.2 Previous Research 11 2.2.1 Koji Homma (1994) 12 2.2.2 Michael G Barker and Steven D. Scharge (2000) 13 2.2.3 Richard Horton (2003) 13 2.2.4 Koji Homma (2008) 14 2.3 AASHTO LRFD 2012 Design Code 14 2.3.1 Dead Load 15 2.3.2 Live Load of the Bridge 16 2.3.3 Load Combination 18 2.3.4 Cross Section Proportion Limit State 18 2.3.5 Live Load Distribution Factor 20 2.3.6 Constructibility Limit State 20 2.3.7 Service Limit State 23 2.3.8 Strength Limit State 24 2.3.9 Fatigue and Fracture Limit State 26 2.3.10 Optional Live Load Deflection Evaluation 28 2.3.11 Hybrid Factor (Rh) 28 Chapter 3 Bridge Analysis Model 30 3.1 Bridge Analysis Design and Configuration 30 3.2 I Girder Bridge Analysis Model 31 3.3 Tub Girder Bridge Analysis Model 32 3.4 Bridge Analysis Procedure 33 Chapter 4 Analysis Results and Discussions 35 4.1 Section Analysis Results for I Girder Bridge 35 4.1.1 Bridges with three girders using 40-50-40 span 35 4.1.2 Bridges with three girders using 60-75-60 span 36 4.1.3 Bridges with three girders using 80-100-80 span 37 4.1.4 Bridges with three girders using 120-150-120 span 38 4.1.5 Bridges with four girders using 40-50-40 span 38 4.1.6 Bridges with four girders using 60-75-60 span 39 4.1.7 Bridges with four girders using 80-100-80 span 39 4.1.8 Bridges with four girders using 120-150-120 span 40 4.1.9 Bridges with five girders using 40-50-40 span 40 4.1.10 Bridges with five girders using 60-75-60 span 40 4.1.11 Bridges with five girders using 80-100-80 span 41 4.1.12 Bridges with five girders using 120-150-120 span 41 4.2 Section Analysis Result for Tub Girder Bridge 42 4.2.1 Tub girder bridge using 40-50-40 span 42 4.2.2 Tub girder bridge using 60-75-60 span 43 4.2.3 Tub girder bridge using 80-100-80 span 43 4.2.4 Tub girder bridge using 120-150-120 span 44 4.3 Comparison of Total Steel Volume of the I Girder Bridge 44 4.4 Comparison of I girder using different number of girders 46 4.5 Comparison of Total Steel Volume of the Tub Girder Bridge 47 4.6 Deflection and Fatigue of I Girder Bridge in Maximum Positive Moment Region 47 4.7 Deflection and Fatigue of Tub Girder Bridge in Maximum Positive Moment Region 49 4.8 Bridge Cost Comparison Study 50 4.9 Optimal Design 52 Chapter 5 Conclusion and Suggestion 53 5.1 Conclusion 53 5.2 Suggestion 54 References 55

    [1] American Assocation of State Highway and Transportation Officials (AASHTO) (2012) “AASHTO LRFD Bridge Design Specifications”. Washington, D.C.
    [2] Azizinamini., A, Barth, K., Dexter, R., Rubeiz C., (2004) “High Performance Steel:Research Front – Historical Account of Research Activities”. Journal of Bridge Engineering © ASCE/May/June 2004.
    [3] Barker G. M., Scharge D. S. (2000) “High Performance Steel Bridge Design and Cost Comparison”. Transportation Research Record 1740 Paper No. 00-0136.
    [4] Barth, Karl E., White Donald W, Bobb Betsy M. (2000). “Negative bending resistance of HPS70W girders”. Journal of Constructional Steel Research, 53 (2000) 1-31.
    [5] Barth Karl E., Righman Jennifer E., Freeman Lora B. (2007). “Assessment of AASHTO LRFD Specifications for Hybrid HPS 690W Steel I-Girders”. Journal of Bridge Engineering © ASCE/May/June/2007.
    [6] China Steel Company Group “Steel Plate Product Manual” Taiwan.
    [7] Homma, Koji (2008). “Development of Application Technologies for Bridge High Performance Steel, BHS”. Nippon Steel Technical Report No.97 January 2008.
    [8] Homma, Koji (1994). “Potential for high performance steel in plate girder bridge designs under the LRFD code”. Theses and Dissertations. Paper 270
    [9] Horton, R., Power E., Van Ooyen, K., Azizinamini, A., (2004) “High Performance Steel Cost Comparison Study”. Copyright ASCE 2004.
    [10] Khatri, V., Singh, P. K., Maiti, P. R. (2012) “Comparative Study for Different Girder Spacing of Short Span Steel Concrete Composite Bridge with MS and HPS” International Journal of Emerging Technology and Advanced Engineering, Volume 2, Issue 9, September 2012.
    [11] Nippon Steel and Sumitomo Metal Corporation (2015) “High Performance Steels (For Bridge Construction)”Japan.
    [12] Sause, R., and Fahnestock, L. A. (2001). “Strength and ductility of HPS-100W I girders in negative flexure.” J. Bridge Eng., 6(5), 316-323.

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